CN107858886B - Viaduct foundation peripheral ground road and construction method thereof - Google Patents
Viaduct foundation peripheral ground road and construction method thereof Download PDFInfo
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- CN107858886B CN107858886B CN201710947205.4A CN201710947205A CN107858886B CN 107858886 B CN107858886 B CN 107858886B CN 201710947205 A CN201710947205 A CN 201710947205A CN 107858886 B CN107858886 B CN 107858886B
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- 230000002093 peripheral effect Effects 0.000 title claims abstract description 21
- 238000010276 construction Methods 0.000 title claims abstract description 20
- 239000002689 soil Substances 0.000 claims abstract description 27
- 239000004576 sand Substances 0.000 claims abstract description 12
- 239000004746 geotextile Substances 0.000 claims abstract description 8
- 239000011120 plywood Substances 0.000 claims description 10
- 239000004575 stone Substances 0.000 claims description 9
- 238000009412 basement excavation Methods 0.000 claims description 7
- 238000000034 method Methods 0.000 claims description 7
- 239000000463 material Substances 0.000 claims description 5
- 238000009415 formwork Methods 0.000 claims description 3
- 230000000694 effects Effects 0.000 abstract description 6
- 238000000926 separation method Methods 0.000 abstract description 3
- 239000010410 layer Substances 0.000 description 18
- 238000004062 sedimentation Methods 0.000 description 14
- 239000004744 fabric Substances 0.000 description 5
- 229920000728 polyester Polymers 0.000 description 5
- 230000002457 bidirectional effect Effects 0.000 description 4
- 239000002344 surface layer Substances 0.000 description 4
- 239000003365 glass fiber Substances 0.000 description 3
- 238000009825 accumulation Methods 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 239000000835 fiber Substances 0.000 description 2
- 238000002844 melting Methods 0.000 description 2
- 230000008018 melting Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 239000010426 asphalt Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000009172 bursting Effects 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 239000012141 concentrate Substances 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
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- 239000004745 nonwoven fabric Substances 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 230000008635 plant growth Effects 0.000 description 1
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- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000007493 shaping process Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
- E01C3/04—Foundations produced by soil stabilisation
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/005—Soil-conditioning by mixing with fibrous materials, filaments, open mesh or the like
Abstract
The invention relates to an overhead bridge foundation peripheral ground road and a construction method thereof, wherein a chamfer is arranged at the edge of a viaduct bridge bearing platform, a peripheral road excavates steps to the bottom of the bearing platform, gravels or sand are backfilled above the top of the bearing platform to form a peripheral road foundation, soil is filled above the bearing platform to form a stable slope, geotextile is arranged between backfill above the bearing platform and the peripheral road foundation to form a stable sliding surface, and thus, a road foundation settlement area and a bearing platform settlement area form two independent settlement areas. And finally, the construction of the roadbed pavement and the central separation belt is completed. Compared with the prior art, the invention has the advantages of convenient construction, economic cost and good effect of preventing and controlling the uneven settlement of the ground road around the overpass foundation.
Description
Technical Field
The invention belongs to the field of road design and construction, and particularly relates to a viaduct foundation surrounding ground road and a construction method thereof, which are suitable for controlling uneven settlement of the viaduct foundation surrounding ground road.
Background
To save and concentrate road traffic, motor vehicle roadways are generally arranged nearby on two sides of the overpass foundation. From the construction condition of the urban elevated expressway at present, the problem of uneven settlement of the ground roads around the overpass foundation is more remarkable, and the running safety of the vehicle is seriously affected. Generally, one side of the lane in the urban road is less settled due to the reinforcement effect of the bridge pile foundation, while the other side is on the soft soil foundation, and the settlement is larger only by conventional backfilling treatment. Therefore, the road surface of the lane in the urban road often has the phenomenon of longitudinal jump and transverse water accumulation, and even causes road safety accidents. How to economically solve the problem of uneven settlement of ground roads around a viaduct foundation in a soft soil foundation area and avoid repeated occurrence of diseases such as longitudinal jump, transverse ponding and the like is one of the most important problems faced by urban road constructors and maintenance managers.
Disclosure of Invention
The invention aims to provide a ground road around an elevated bridge foundation, which aims to solve the problem of uneven settlement of the ground road around the elevated bridge foundation in a soft soil foundation area.
In order to achieve the above object, the technical scheme of the present invention is as follows: the utility model provides a overpass foundation periphery ground road, its characterized in that overpass bridge holds platform edge and sets up the chamfer, and periphery road excavation step reaches the cushion cap end, backfills rubble, gravel or sand to above the cushion cap top, forms periphery road roadbed, fills the soil in bridge cushion cap top and forms and stably puts the slope, sets up geotechnique between backfill in cushion cap top and the periphery road roadbed and forms stable sliding surface to form two independent subsidence areas with road roadbed subsidence area and cushion cap subsidence area, carry out road roadbed backfill above the periphery road roadbed.
Further, the chamfer of the elevated bridge bearing platform is 20-50 cm in width and 20-80 cm in depth.
Further, the soil filling material above the bridge bearing platform is compacted by planting soil, and the slope foot of the planting soil is 3-5 cm beyond the corner cutting line of the bearing platform.
Further, the steps excavated around the bearing platform are not smaller than two stages, after gravels, gravels or sand are backfilled to above the top of the bearing platform, a steel-plastic geogrid is additionally paved at the bottom of the pavement cushion layer, and the steel-plastic geogrid is kept at a certain distance from the bottom line of the bearing platform and is not smaller than 0.5m.
Further, the plywood is arranged above the bearing platform and isolated from the road surface roadbed filling, and the thickness of the plywood is not less than 5mm.
The invention aims to provide a construction method for ground roads around an elevated bridge foundation, which aims to solve the problem of uneven settlement of ground roads around the elevated bridge foundation in soft soil foundation areas.
In order to achieve the above object, the technical scheme of the present invention is as follows: the construction method of the viaduct foundation surrounding ground road is characterized by comprising the following steps:
A. chamfering is arranged at the edge of the viaduct girder bearing platform;
B. excavating steps to the bottom of a bearing platform for the current road, and backfilling broken stone, gravel or sand to above the top of the bearing platform to form a peripheral road subgrade; filling soil above a bridge bearing platform to form a stable slope, and arranging geotextiles between backfill soil above the bearing platform and the peripheral road subgrade to form a stable sliding surface, so that two independent sedimentation areas are formed between a road subgrade sedimentation area and a bearing platform sedimentation area;
C. and finally, backfilling the road roadbed on the excavated steps above the peripheral road roadbed.
Further, chamfering is carried out on the viaduct girder bearing platform at one time by setting the formwork at a time when the bearing platform is constructed, the width is 20-50 cm, the depth is 20-80 cm, and the longitudinal range is all areas connected with a ground road.
Further, the soil filling material above the bridge bearing platform is compacted by planting soil, and the slope foot of the planting soil is 3-5 cm beyond the corner cutting line of the bearing platform, so that the pushing caused by compaction of the road subgrade and extrusion of travelling crane is prevented.
Further, after the step is excavated on the current road, gravels or sand are backfilled above the top of the bearing platform, a steel-plastic two-way geogrid is additionally paved at the bottom of the pavement cushion layer, and the steel-plastic geogrid is kept at a certain distance from the bottom line of the bearing platform and is not smaller than 0.5m.
Furthermore, when the roadbed and pavement is constructed, a plywood is arranged above the bearing platform to isolate the pavement at two sides, and the thickness of the plywood is not less than 5mm.
Further, the geotextile adopts a non-woven fabric, and is kept at a certain distance from the bottom line of the bearing platform and is not smaller than 0.5m. The holding strength is more than or equal to 1.2KN, the puncture strength is more than or equal to 0.3KN, the trapezoid tearing strength is more than or equal to 0.3KN, and the CBR bursting strength is more than or equal to 2.5KN.
Further, the roadbed pavement comprises a cushion layer, a base layer and a surface layer, and polyester glass fiber cloth is paved above the base layer.
Further, the polyester glass fiber cloth has the following weight: 125g/m2 or more, thickness: less than or equal to 1.2mm, tensile strength (longitudinal direction): not less than 8KN/m, elongation at break (longitudinal and transverse direction): less than or equal to 5 percent, and the CBR burst strength: 550N or more, melting point: more than or equal to 257 ℃.
Further, the roadbed and the pavement excavation steps are suitable for the peripheral area of the bearing platform, the roadbed excavation steps are not smaller than two stages, the width is not smaller than 1.0m, and layered backfilling is adopted to meet the design compactness requirement; the width of the pavement excavation step is not less than the thickness of the pavement structural layer, and steps are arranged on the base layer and the surface layer.
The whole thought adopted by the invention is that the treatment such as chamfering is arranged at the edge of the viaduct bearing platform, the sliding surface is arranged on the planting soil slope, and the like forms two independent settlement areas between the newly built road subgrade and the bearing platform settlement area, thereby preventing the road pavement from uneven settlement in the transverse direction and further avoiding the occurrence of longitudinal uneven settlement.
Compared with the prior art, the invention has the following advantages:
1) According to the invention, the edges of the bearing platform of the conventional road section are subjected to comprehensive chamfering treatment, a stable sliding surface is arranged between the bearing platform and the roadbed, and the operation is simple and is greatly beneficial to the formation of an independent sedimentation zone;
2) Compared with the prior art, the invention carries out foundation treatment on the periphery of the bearing platform, thereby saving the cost and having better effect;
3) The geotextile is arranged at the longitudinal boundary of the roadbed, so that the roadbed has the function of reinforcing the roadbed, a sliding surface is formed at the same time, and two settlement areas are isolated;
4) The geotextile arranged on the top surface of the roadbed keeps a certain distance from the bottom line of the bearing platform so as to prevent the roadbed from being compacted and the roadbed from being pushed by the travelling crane to further influence the formation of two independent sedimentation areas;
5) The invention separates the bearing platform sedimentation zone from the road sedimentation zone, and has good effect on treating uneven sedimentation of the road subgrade around the bridge foundation.
6) The invention is favorable for reducing uneven settlement between new and old roadbeds by excavating steps of not less than two stages and backfilling the current roadbeds, thereby reducing longitudinal cracks.
Drawings
FIG. 1 is a plan view of the periphery of a bridge deck;
FIG. 2 is a peripheral elevation view of a bridge deck.
The drawings include: the method comprises the following steps of chamfering a bearing platform 1, excavating steps 2 around the bearing platform, grading broken stone 3, backfilling an area 4 above the bearing platform, edge steps 5 of new and old roads, a steel-plastic two-way geogrid 6, a stable sliding surface 7, plywood 8, polyester fiber cloth 9, a bearing platform 10, upright posts 11, a cushion layer 12, a base layer 13, a surface layer 14, curbstones 15 and a covering layer 16.
Detailed Description
The conception, specific structure and technical effects of the present invention will be further described with reference to the accompanying drawings.
As shown in fig. 1, in a conventional overpass Liang Xiabu floor plan, a plurality of columns are disposed at a central partition of a ground road, and due to the existence of column foundations and pile foundations, sedimentation of the road around the columns is generally avoided, and sedimentation of other roads occurs due to soft soil foundations, so that differential sedimentation is generated between the periphery of a overpass bearing platform and a current newly-built road. The problem of water accumulation on the road surface can occur due to the generation of differential settlement, and more serious, when a vehicle runs on a lane in a ground road, longitudinal jump and transverse unbalance of the vehicle occur due to the bulge of the road around the bearing platform, so that the running safety of the vehicle is influenced. For a long time, the utilization rate of lanes in the ground road is greatly reduced.
The control method for the differential settlement of the road on the ground around the foundation of the overhead bridge is adopted to reform the road, and the basic method is as follows: the edge of the bearing platform is provided with a chamfer 1, an old road step 2 is excavated at least in two stages, broken stone, gravel or sand 3 is backfilled above the top of the bearing platform, and soil is filled above the bearing platform of the bridge to form a stable slope, so that two independent sedimentation areas are formed by road subgrade sedimentation and bearing platform sedimentation. And finally, the construction of the roadbed pavement and the central separation belt is completed.
The bearing platform chamfer 1 is completed according to a vertical mould of a design drawing when the bearing platform is constructed, the width is generally 20-50 cm, the depth is 20-80 cm, and the length is all areas connected with the ground auxiliary road. The chamfering should take into account the factors that influence the safety of the bridge structure and must not be carried out after the shaping of the platform.
The earth covering on the top surface of the bearing platform is controlled according to the proportion of more than or equal to 1.5m, steps 2 are excavated around the bearing platform, two stages of steps are arranged, the excavation width b of the first stage of steps is controlled according to the proportion of 1.0m, the height delta h can be adjusted according to the depth of the bearing platform, and the excavation depth of each stage of steps in the figure is delta h/2. The step range adopts broken stone, gravel or sand to backfill and level in layers, and the compactness and grading of the step range meet the requirements of the construction quality and acceptance Specification of town road engineering (CJJ 1-2008).
The backfill area 4 above the bearing platform is basically positioned in the designed greening dividing belt, and the backfill material is required to meet the plant growth requirement in a certain depth range and needs to be properly compacted. Geotextile is arranged between backfill above the bearing platform and the peripheral road subgrade to form an inclined stable sliding surface 7.
Graded broken stone 3, such as broken stone, gravel or sand is adopted to be laminated in the range from the top of the bearing platform to the bottom of the pavement structure, the filling thickness of each layer is generally not more than 30cm, and the compactness meets the requirements of the urban road engineering construction quality and acceptance Specification (CJJ 1-2008). The top of the roadbed is additionally paved with a layer of steel-plastic bidirectional geogrid 6 which is kept at a certain distance from the bottom line of the bearing platform and is not smaller than 0.5m. The steel-plastic bidirectional geogrid is preferably in a convex node type so as to ensure firm node connection, and the performance requirements are as follows: (1) longitudinal tensile strength: more than or equal to 100KN; transverse tensile strength: more than or equal to 100KN; (2) elongation rate: less than or equal to 3 percent; node peel force: and more than or equal to 500N. Meanwhile, in order to reduce the number of lap joint projects, the width of the steel-plastic bidirectional geogrid is not suitable to be smaller than 2.0m. The bearing platform top surface roadbed filler is isolated from the road pavement by adopting a plywood 8, and the plywood is I-shaped (NQF) and has a thickness not less than 5mm.
A cushion layer 12, a base layer 13 and a surface layer 14 are sequentially arranged above the steel-plastic bidirectional geogrid 6, and the base layer 13 adopts a cement stabilized gravel layer.
The edges of new and old pavement should be chiseled into steps, and a polyester fiber cloth 9 is arranged between the pavement and the cement stabilized gravel layer to reduce the occurrence of reflective cracks of the pavementAnd (3) the laying width is not less than 1.0m. Polyester glass fiber cloth unit weight: more than or equal to 125g/m 2 Thickness of: less than or equal to 1.2mm, tensile strength (longitudinal direction): not less than 8KN/m, elongation at break (longitudinal and transverse direction): less than or equal to 5 percent, and the CBR burst strength: 550N or more, melting point: more than or equal to 257 ℃.
Finally, road pavement construction is completed according to the technical rules of road pavement basic construction (JTG/T F20-2015) and the technical rules of road asphalt pavement construction (JTG F40-2004).
The invention discloses a control method for uneven settlement of a road on the periphery of a viaduct foundation, which is suitable for a soft soil foundation area, and a method for preventing uneven settlement of a road bed on the periphery when the side line of a bridge bearing platform is 0-25 cm away from the side line of a central separation zone. The invention has the advantages of convenient construction, economic cost, good control effect and wide market application prospect.
The foregoing is a further detailed description of the invention in connection with the preferred embodiments, and it is not intended that the invention be limited to the specific embodiments described above. It will be apparent to those skilled in the art that several simple deductions or substitutions may be made without departing from the spirit of the invention, and these should be considered to be within the scope of the invention. Other technical solutions within the scope of the present invention can be fully realized by those skilled in the art according to the teachings of the present embodiment.
Claims (4)
1. A viaduct girder foundation peripheral ground road is characterized in that a chamfer is arranged at the edge of a viaduct girder bearing platform, a step is excavated to the bottom of a bearing platform on the peripheral road, broken stone, gravel or sand is backfilled to above the top of the bearing platform to form a peripheral road subgrade, soil is filled above the bridge bearing platform to form a stable slope, plywood is arranged above the bearing platform to isolate the peripheral road subgrade from road subgrade filling, geotextile is arranged between backfill above the bearing platform and the peripheral road subgrade to form a stable sliding surface, so that two independent settlement areas are formed between a road subgrade settlement area and the bearing platform settlement area, and road subgrade backfilling is carried out above the peripheral road subgrade; the method comprises the steps that the soil filling material above the bridge bearing platform is planted soil and compacted, and the slope foot of the planted soil is 3-5 cm beyond the corner cutting line of the bearing platform; and after backfilling broken stone, gravel or sand on the periphery of the road to above the top of the bearing platform, additionally paving a steel-plastic two-way geogrid at the bottom of the pavement cushion layer, wherein the steel-plastic two-way geogrid is kept at a certain distance from the bottom line of the bearing platform and is not smaller than 0.5m.
2. The viaduct foundation peripheral ground road of claim 1, wherein the viaduct bearing platform is provided with a chamfer which is formed by one-step formwork erection during construction of the bearing platform, the chamfer is provided with a width of 20-50 cm and a depth of 20-80 cm.
3. The construction method of the viaduct foundation surrounding ground road is characterized by comprising the following steps:
A. chamfering is arranged at the edge of the viaduct girder bearing platform;
B. excavating steps to the bottom of a bearing platform for the current road, and backfilling broken stone, gravel or sand to above the top of the bearing platform to form a peripheral road subgrade; filling soil above a bridge bearing platform to form a stable slope, arranging geotextile between backfill soil above the bearing platform and surrounding road foundations to form a stable sliding surface, so that two independent settlement areas are formed between a road foundation settlement area and the bearing platform settlement area, and arranging a plywood above the bearing platform to isolate road surfaces on two sides when the road foundation and the road surface are constructed, wherein the thickness of the plywood is not less than 5mm; the method is characterized in that the soil filling material above the bridge bearing platform is compacted by planting soil, and the slope foot of the planting soil is 3-5 cm beyond the corner cutting line of the bearing platform so as to prevent the road subgrade from being compacted and extruded by travelling crane; step excavation is carried out on the current road, after gravels, gravels or sand are backfilled above the top of the bearing platform, a steel-plastic two-way geogrid is additionally paved at the bottom of the pavement cushion layer, and the steel-plastic two-way geogrid is kept at a certain distance from the bottom line of the bearing platform and is not smaller than 0.5m;
C. and finally, backfilling the road roadbed on the excavated steps above the peripheral road roadbed.
4. The construction method of the viaduct foundation surrounding ground road according to claim 3, wherein chamfering the viaduct bearing platform is completed at one time by erecting a formwork when constructing the bearing platform, the width is 20-50 cm, the depth is 20-80 cm, and the longitudinal range is all areas connected with the ground road.
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| CN201710947205.4A CN107858886B (en) | 2017-10-12 | 2017-10-12 | Viaduct foundation peripheral ground road and construction method thereof |
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| CN201710947205.4A CN107858886B (en) | 2017-10-12 | 2017-10-12 | Viaduct foundation peripheral ground road and construction method thereof |
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| CN107858886A CN107858886A (en) | 2018-03-30 |
| CN107858886B true CN107858886B (en) | 2024-04-02 |
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| CN110565462A (en) * | 2019-09-11 | 2019-12-13 | 上海市城市建设设计研究总院（集团）有限公司 | Roadbed and pavement structure for preventing uneven settlement of motor vehicle lane under viaduct |
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